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desertfox, it appears that the paper you cite includes bending in terms of moment on the connection. Prying is not stated as being covered. I'm assuming that the prying that jmc2000 is concerned with is the force caused by a connection plate that is thin enough to deform under load and...

Lp = 1.76 ry (E/Fyf)^.5 This is only part of your concern. You also have to check lateral torsional buckling, web local buckling, and flange local buckling, to find out if any of these control L.

When you say they don't want tapered because they just want section modulus, I think you may be making an assumption. The base plate and foundation are commonly sized to the maximum allowable moment of the pole, and sometimes the yield moment, depending on the code and jurisdiction. On a...

The only advantage I can see for using a lower strength bolt is that the larger diameter bolt required would increase the bearing area of the connecting plates (for a given thickness). A larger bolt of lower strength may allow you to use thinner plates.

AASHTO section 10.32.3.3 refers to prying force limitations for high strength bolts.

You could try shifting the values in the result column up one row, as in: index result 0 a 1.8 b 3.2 c 4.5 d 4.7 e 5.1 (out of range) Use =vlookup(value,i2:r6,2) I added the 0 to the first column so the default would be the smallest result, "a", for any value less than...

The poles I am designing are traffic and lighting poles. I don't have access to FEA, but have been looking into them to see if there are any that might be worth my while to acquire. As far as the moment of inertia replacement, I think that is definitely the way to go for axial and bending...

Here is an excerpt from the minutes of a meeting at UL. It doesn't give you the answer, but maybe a way to get it. "2001 Fire Council Page 22 May 8-9, 2001 Restrained and Unrestrained Members After 30 years, the determination and impact of restraint with respect to fire endurance ratings...

I believe deflections are largely mandated for serviceability reasons. If the two structures intract in a way such that the deflection causes a problem for an interfacing item, then you have to consider the addition of the two. If the two components act individually, then you may be able to...

You should stick to what you are willing to stand behind. I'm not that well versed in the masonry code, but it could very well be that all the recent code revisions have crept into it as well. We've all had to adapt to extensive revisions over the last decade. Maybe you are just dealing with...

I've seen several references to enercalc on this site, so I checked out the 20 minute demo they provide. It's rather imopressive, and it doesn't come in umpteen modules. You can design with almost any material and organize it in the same project folder. Might be worth checking out.

If the base plate can be considered as being infinitely rigid, then I could see how an argument could be made for all bolts being in tension. You would run into bearing issues if the base plate were able to perform like that. That also assumes that the base plate bears on concrete and is not...

If you can't find the table, try converting the rated uniform load to an equivalent point load at the center using bending moment equations set equal to each other. This will give you a good approximation. Then check for bearing based on the actual size of your "point" to make sure you don't...

I'm looking for an analysis procedure for designing hand holes in steel poles. It must allow not only for simple shear and bending along the axis of the pole, but also allow me to consider the effects of torsion. I am concerned that a taller cutout would leave the pole more vulnerable to...